Metrados y Columnas
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UNH ING. CIVIL ALEX SONCCO BENDEZU CONCRETO ARMADO II PREDIMENCIONAMIENTO DE COLUMNAS COLUMNAS DE ESQUINA C - 1 P.G = A * W A = Area tributaria W = Carga de Servicio en todos los niveles sobre l C1 - 5 Aportante L (m) b (m) h (m) Nº de Veces Peso Espec. Peso (Kg) Losa Aligerada 1.88 1.6 1.00 300.00 902.40 Vig. "X" 1.6 0.20 0.30 1.00 2400.00 230.40 Vig. "Y" 1.88 0.20 0.30 1.00 2400.00 270.72 Acabados 1.88 1.60 1.00 100.00 300.80 Tabiqueria 1.88 1.60 1.00 120.00 360.96 S/C Techo 1.88 1.60 1.00 150.00 451.20 2516.48 A= 3.9311 b * h = 1.5 * P.G. P.G = 9892.534528 0.2 * F'c F'c = 210 b * h = 353.3048 cm2 18.796404 USAR (25 * 25) C1 - 4 Aportante L (m) b (m) h (m) Nº de Veces Peso Espec. Peso (Kg) Losa Aligerada 1.88 1.60 1.00 300.00 902.40 Vig. "X" 1.60 0.20 0.30 1.00 2400.00 230.40 Vig. "Y" 1.88 0.20 0.30 1.00 2400.00 270.72 Acabados 1.88 1.60 1.00 120.00 360.96 Tabiqueria 1.88 1.60 1.00 100.00 300.80 Columna 3.00 0.25 0.25 1.00 2400.00 450.00 S/C 1.88 1.60 1.00 300.00 902.40 3417.68 b * h = 1.5 * P.G. P.G = 13310.21453 0.2 * F'c F'c = 210 b * h = 475.3648 cm2 21.802862 USAR (25 * 25) C1 - 3 Constructiv o Constructiv o
description
Metrados y Columnas
Transcript of Metrados y Columnas
columnas1PREDIMENCIONAMIENTO DE COLUMNASCOLUMNAS DE ESQUINA C - 1P.G =A * WA =Area tributariaW =Carga de Servicio en todos los niveles sobre la columnaC1 - 5AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada1.881.61.00300.00902.40Vig. "X"1.60.200.301.002400.00230.40Vig. "Y"1.880.200.301.002400.00270.72Acabados1.881.601.00100.00300.80Tabiqueria1.881.601.00120.00360.96S/C Techo1.881.601.00150.00451.202516.48A=3.9311b * h =1.5 * P.G.P.G =9892.5345280.2 * F'cF'c =210b * h =353.3048cm218.796404033USAR(25 * 25)Por metodo ConstructivoC1 - 4AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada1.881.601.00300.00902.40Vig. "X"1.600.200.301.002400.00230.40Vig. "Y"1.880.200.301.002400.00270.72Acabados1.881.601.00120.00360.96Tabiqueria1.881.601.00100.00300.80Columna3.000.250.251.002400.00450.00S/C1.881.601.00300.00902.403417.68b * h =1.5 * P.G.P.G =13310.2145280.2 * F'cF'c =210b * h =475.3648cm221.8028623023USAR(25 * 25)Por metodo ConstructivoC1 - 3AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada1.881.601.00300.00902.40Vig. "X"1.600.200.301.002400.00230.40Vig. "Y"1.880.200.301.002400.00270.72Acabados1.881.601.00120.00360.96Tabiqueria1.881.601.00100.00300.80Columna3.000.250.251.002400.00450.00S/C1.881.601.00300.00902.403417.68b * h =1.5 * P.G.P.G =16727.8945280.2 * F'cF'c =210b * h =597.4248cm224.4422749467(25*30)USAR(25 *25)Por metodo ConstructivoC1 - 2AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada1.881.601.00300.00902.40Vig. "X"1.600.200.301.002400.00230.40Vig. "Y"1.880.200.301.002400.00270.72Acabados1.881.601.00120.00360.96Tabiqueria1.881.601.00100.00300.80Columna3.000.250.251.002400.00450.00S/C1.881.601.00300.00902.403417.68b * h =1.5 * P.G.P.G =20145.5745280.2 * F'cF'c =210b * h =719.4848cm226.823213912USAR(30 * 30)Por metodo ConstructivoC1 - 1AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada1.881.601.00300.00902.40Vig. "X"1.600.200.301.002400.00230.40Vig. "Y"1.880.200.301.002400.00270.72Acabados1.881.601.00120.00360.96Tabiqueria1.881.601.00100.00300.80Columna3.000.250.251.002400.00450.00S/C1.881.601.00300.00902.403417.68b * h =1.5 * P.G.P.G =23563.2545280.2 * F'cF'c =210b * h =841.5448cm229.0093916615USAR(30 * 30)Por metodo Constructivo
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ING. CIVIL&LALEX SONCCO BENDEZU&RCONCRETO ARMADO II
columnas2COLUMNAS LATERALES C-2P.G =A * WA =Area tributariaW =Carga de Servicio en todos los niveles sobre la columnaC2 - 5AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.711.5013001669.5Vig. "X"1.500.200.3012400216Vig. "Y"3.710.200.3012400534.24Acabados3.711.501100556.5Tabiqueria3.711.501120667.8S/C Techo3.711.501150834.754478.79b * h =1.25 * P.G.P.G =4478.790.25 * F'cF'c =210b * h =106.6379cm210.3265607606USAR(25 * 25)Por metodo ConstructivoC2 - 4AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.711.5013001669.5Vig. "X"1.500.200.3012400216Vig. "Y"3.710.200.3012400534.24Acabados3.711.51120667.8Tabiqueria3.711.51120667.8Columna3.000.250.2512400450S/C3.711.513001669.55874.84b * h =1.25 * P.G.P.G =10353.630.25 * F'cF'c =210b * h =246.5150cm215.7007961582USAR(25 * 25)Por metodo ConstructivoC2 - 3AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.711.5013001669.5Vig. "X"1.500.200.3012400216Vig. "Y"3.710.200.3012400534.24Acabados3.711.51120667.8Tabiqueria3.711.51120667.8Columna3.000.250.2512400450S/C3.711.513001669.55874.84b * h =1.25 * P.G.P.G =16228.470.25 * F'cF'c =210b * h =386.3921cm219.656859944USAR(25 * 25)Por metodo ConstructivoC2 - 2AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.711.5013001669.5Vig. "X"1.500.200.3012400216Vig. "Y"3.710.200.3012400534.24Acabados3.711.51120667.8Tabiqueria3.711.51120667.8Columna3.000.250.2512400450S/C3.711.513001669.55874.84b * h =1.25 * P.G.P.G =22103.310.25 * F'cF'c =210b * h =526.2693cm222.9405598387USAR(25 * 30)Por metodo ConstructivoC2 - 1AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.711.5013001669.5Vig. "X"1.500.200.3012400216Vig. "Y"3.710.200.3012400534.24Acabados3.711.51120667.8Tabiqueria3.711.51120667.8Columna3.000.250.2512400450S/C3.711.513001669.55874.84b * h =1.25 * P.G.P.G =27978.150.25 * F'cF'c =210b * h =666.1464cm225.8098126412USAR(25 * 30)Por metodo Constructivo
columnas3COLUMNAS CENTRALES C - 3P.G =A * WA =Area tributariaW =Carga de Servicio en todos los niveles sobre la columnaC3 - 5AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.713.2513003617.25Vig. "X"3.250.200.3012400468Vig. "Y"3.710.200.3012400534.24Acabados3.713.2511001205.75Tabiqueria3.713.2511201446.9S/C Techo3.713.2511501808.6259080.765b * h =1.1 * P.G.P.G =9080.7650.3 * F'cF'c =210b * h =158.5530cm212.5917846107USAR(25 * 25)Por metodo ConstructivoC3 - 4AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.713.2513003617.25Vig. "X"3.250.200.3012400468Vig. "Y"3.710.200.3012400534.24Acabados3.713.2511001205.75Tabiqueria3.713.2511201446.9Columna3.000.250.2512400450S/C3.713.2513003617.2511339.39b * h =1.1 * P.G.P.G =20420.1550.3 * F'cF'c =210b * h =356.5424cm218.8823300704USAR(25 * 25)Por metodo ConstructivoC3 - 3AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.713.2513003617.25Vig. "X"3.250.200.3012400468Vig. "Y"3.710.200.3012400534.24Acabados3.713.2511201446.9Tabiqueria3.713.2511001205.75Columna3.000.250.2512400450S/C3.713.2513003617.2511339.39b * h =1.1 * P.G.P.G =31759.5450.3 * F'cF'c =210b * h =554.5317cm223.5484975762USAR(25 * 25)C3 - 2AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.713.2513003617.25Vig. "x"3.250.200.4012400624Vig. "Y"3.710.200.85124001513.68Acabados3.713.2511201446.9Tabiqueria3.713.2511001205.75Columna3.000.250.5512400990S/C3.713.2513003617.2513014.83b * h =1.1 * P.G.P.G =44774.3750.3 * F'cF'c =210b * h =781.7748cm227.9602360789USAR(30 * 35)Por metodo ConstructivoC3 - 1AportanteL (m)b (m)h (m)N de VecesPeso Espec.Peso (Kg)Losa Aligerada3.713.2513003617.25Vig. "X"3.250.200.4012400624Vig. "Y"3.710.200.85124001513.68Acabados3.713.2511201446.9Tabiqueria3.713.2511201446.9Columna3.000.250.5512400990S/C3.713.2513003617.2513255.98b * h =1.1 * P.G.P.G =58030.3550.3 * F'cF'c =210b * h =1013.2284cm231.8312491215USAR(30 * 35)Por metodo Constructivo
Pesos por pisoCALCULO DE LOS PESOS POR PISOQuinto NivelPeso (Kg/m2)AREALongitudPeso Parcial.Peso Losa300.00113.478834043.64Peso Vigax2400.000.2259.004860y2400.000.22512.876949.8Peso ColumnasC - 12400.000.253.001800C - 22400.000.6253.004500C - 32400.000.3753.002700Peso Acabados100.00135.251813525.18Peso Tabuiqueria120.00135.251816230.21625% S.C.37.50135.25185071.9425TOTAL89680.778589.6807785Cuarto NivelPeso (Kg/m2)AREALongitudPeso Parcial.Peso Losa300.00113.478834043.64Peso Vigax2400.000.2259.004860y2400.000.22512.876949.8Peso ColumnasC - 12400.000.253.001800C - 22400.000.6253.004500C - 32400.000.3753.002700Peso Acabados100.00135.251813525.18Peso Tabuiqueria120.00135.251816230.21625% S.C.87.50135.251811834.5325TOTAL96443.368596.4433685Tercer NivelPeso (Kg/m2)AREALongitudPeso Parcial.Peso Losa300.00113.478834043.64Peso Vigax2400.000.2259.004860y2400.000.22512.876949.8Peso ColumnasC - 12400.000.253.001800C - 22400.000.6253.004500C - 32400.000.3753.002700Peso Acabados100.00135.251813525.18Peso Tabuiqueria120.00135.251816230.21625% S.C.87.50135.251811834.5325TOTAL96443.368596.4433685Segundo NivelPeso (Kg/m2)AREALongitudPeso Parcial.Peso Losa300.00113.478834043.64Peso Vigax2400.000.2259.004860y2400.000.22512.876949.8Peso ColumnasC - 12400.000.363.002592C - 22400.000.753.005400C - 32400.000.633.004536Peso Acabados100.00135.251813525.18Peso Tabuiqueria120.00135.251816230.21625% S.C.87.50135.251811834.5325TOTAL99971.368599.9713685Primer NivelPeso (Kg/m2)AREALongitudPeso Parcial.Peso Losa300.00113.478834043.64Peso Vigax2400.000.2259.004860y2400.000.22512.876949.8Peso ColumnasC - 12400.000.363.002592C - 22400.000.753.005400C - 32400.000.633.004536Peso Acabados100.00135.251813525.18Peso Tabuiqueria120.00135.251816230.21625% S.C.87.50135.251811834.5325TOTAL99971.368599.9713685DISTRIBUCION DE FUERZAS EN CADA NIVELNIVELPi(tn)Hi(m)Pi*HiPi*Hi/totalVi (tn)589.68151345.2120.31510.20496.44121157.3200.2718.78396.449867.9900.2036.58299.976599.8280.1404.55199.973299.9140.0702.27482.514270.26532.39okey !!32.39
Cortante basalCALCULO DE LA CORTANTE BASALDONDE :Z =Factor de zonaU =Factor de uso e importanciaC =Coeficiente de amplificacin sismicaS =Factor de sueloR =Coeficiente de ReduccinP =Peso Total de la edificacinDONDE :Tps =Periodo que define la plataforma de espectro para cada tipo de sueloT =Periodo Fundamental de la EstructuraDONDE :hn =Altura total de la edificacin en metrosCt =Coeficiente para estimar el periodo predominante de un edificioCALCULOS :hn =15Altura total del EdificioCt =35Por RNE- E.030T =0.43Tps =0.4Suelo DuroT =0.43C =2.29correctoZ =0.3Zona 2U =1AlmacenesC =2.29S =1Suelos RigidosR =10Concreto ArmadoP =470.70ToneladasV =32.39toneladas
V = ZUCS * P RC = 2.5 * Tp(s) , C
